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Journal articles on the topic 'Seismic Response modification device'

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Author: Grafiati

Published: 14 March 2023

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1

Abrahamson, Eric, and Steve Mitchell. "Seismic response modification device elements for bridge structures development and verification." Computers & Structures 81, no. 8-11 (May 2003): 463–67. http://dx.doi.org/10.1016/s0045-7949(02)00414-5.

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2

Shortreed, Jean Spangler, Frieder Seible, Andre Filiatrault, and Gianmario Benzoni. "Characterization and testing of the Caltrans Seismic Response Modification Device Test System." Philosophical Transactions of the Royal Society of London. Series A: Mathematical, Physical and Engineering Sciences 359, no. 1786 (September 15, 2001): 1829–50. http://dx.doi.org/10.1098/rsta.2001.0875.

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3

Wilson, John C., and Michael J. Wesolowsky. "Shape Memory Alloys for Seismic Response Modification: A State-of-the-Art Review." Earthquake Spectra 21, no. 2 (May 2005): 569–601. http://dx.doi.org/10.1193/1.1897384.

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Shape memory alloys (SMAs) are a remarkable class of metals that can offer high strength, large energy dissipation through hysteretic behavior, extraordinary strain capacity (up to 8%) with full shape recovery to zero residual strain, and a high resistance to corrosion and fatigue—aspects that are all desirable from an earthquake engineering perspective. Their various physical characteristics result from solid-solid transformation between austenite and martensite phases of the alloy that may be induced by stress or temperature. The most commercially successful SMA is a binary alloy of nickel and titanium (NiTi). Although SMAs are expensive relative to most other materials used in seismic engineering, in certain forms their capacity for high energy loss per unit volume means that comparatively small quantities can be made to be especially effective, for example when used in wire form as part of a seismic bracing system. This state-of-the-art paper presents current materials science aspects, material models, and mechanical behavior of SMAs relevant to seismic engineering, and examines the current state of design of SMA-based seismic response modification devices and their use in buildings and bridges. SMA-based devices offer promising advantages for development of next-generation seismic protection systems.

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4

Zhu, Songye, and Yunfeng Zhang. "Loading rate effect on superelastic SMA-based seismic response modification devices." Earthquakes and Structures 4, no. 6 (June 25, 2013): 607–27. http://dx.doi.org/10.12989/eas.2013.4.6.607.

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5

Fardadi, Mahshid, Faryar Jabbari, and Farzin Zareian. "Effectiveness of resettable energy dissipating devices in seismic response modification of elastic SDoF systems." Earthquake Engineering & Structural Dynamics 45, no. 15 (August 23, 2016): 2571–88. http://dx.doi.org/10.1002/eqe.2795.

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6

Jennings, Elaina, and John W. van de Lindt. "Numerical Retrofit Study of Light-Frame Wood Buildings Using Shape Memory Alloy Devices as Seismic Response Modification Devices." Journal of Structural Engineering 140, no. 7 (July 2014): 04014041. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000953.

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7

Whittaker, Andrew, Gary Hart, and Christopher Rojahn. "Seismic Response Modification Factors." Journal of Structural Engineering 125, no. 4 (April 1999): 438–44. http://dx.doi.org/10.1061/(asce)0733-9445(1999)125:4(438).

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8

Towashiraporn, P., J. Park, B. J. Goodno, and J. I. Craig. "Passive control methods for seismic response modification." Progress in Structural Engineering and Materials 4, no. 1 (January 2002): 74–86. http://dx.doi.org/10.1002/pse.107.

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9

Shen, Yong Kang. "Seismic Response Modification Factor of Eccentrically Brace Steel Frame." Applied Mechanics and Materials 71-78 (July 2011): 1605–8. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.1605.

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Seismic response modification factor (R) and displacement amplification factor (Cd) are very important parameters to compute seismic force and to verify elasto-plasticity deformation in advanced seismic design. According to the present China Code for Seismic Design of Buildings,15 eccentrically braced steel frames are designed. R & Cd of 15 samples are computed by the Capacity Spectrum Method (CSM).Some correlative factors are analyzed and some reference is presented to the seismic design of these structures.

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10

Shedid, Marwan T., Wael W. El-Dakhakhni, and Robert G. Drysdale. "Seismic Response Modification Factors for Reinforced Masonry Structural Walls." Journal of Performance of Constructed Facilities 25, no. 2 (April 2011): 74–86. http://dx.doi.org/10.1061/(asce)cf.1943-5509.0000144.

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11

Aliakbari, Fatemeh, and Hashem Shariatmadar. "Seismic response modification factor for steel slit panel-frames." Engineering Structures 181 (February 2019): 427–36. http://dx.doi.org/10.1016/j.engstruct.2018.12.027.

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12

Akbar, Junaid, Naveed Ahmad, Muhammad Rizwan, Sairash Javed, and Bashir Alam. "Response Modification Factor of RC Frames Strengthened with RC Haunches." Shock and Vibration 2020 (July 7, 2020): 1–18. http://dx.doi.org/10.1155/2020/3835015.

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This paper presents experimental and numerical studies carried out on two-story reinforced concrete (RC) frames having weaker beam-column joints, which were retrofitted with reinforced concrete haunches to avoid joint panel damage under seismic actions. The design philosophy of the retrofit solution is to allow beam-column members to deform inelastically and dissipate seismic energy. Shake table tests were performed on three 1 : 3 reduced scale two-story RC frame models, including one model incorporating construction deficiencies common in developing countries, which was retrofitted with two retrofit schemes using RC haunches. The focus of the experimental study was to understand the seismic behaviour of both as-built and retrofitted models and obtain the seismic response properties, i.e., lateral force-displacement capacity curves and time histories of model response displacement. The derived capacity curves were used to quantify overstrength and ductility factors of both as-built and retrofitted frames. Finite element- (FE-) based software SeismoStruct was used to develop representative numerical models, which were calibrated with the experimental data in simulating the time history response of structure roof displacement and in predicting peak roof-displacement and peak base shear force. Moreover, the FE-based numerical models were subjected to a suite of spectrum natural accelerograms, linearly scaled to multiple intensity levels for performing incremental dynamic analysis. Lateral force-displacement capacity and response curves were developed, which were analyzed to calculate the structure ductility and overstrength factors. The structure R factor is the product of ductility and overstrength factors, which exhibited substantial increase due to the proposed retrofitting technique. A case study was presented for the seismic performance assessment of RC frames with/without RC haunches in various seismic zones using the static force procedure given in seismic code and using response modification factor quantified in the present research.

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13

Nagarajaiah, Satish, Dharma T. R. Pasala, Andrei Reinhorn, Michael Constantinou, Apostolos A. Sirilis, and Douglas Taylor. "Adaptive Negative Stiffness: A New Structural Modification Approach for Seismic Protection." Advanced Materials Research 639-640 (January 2013): 54–66. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.54.

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Yielding can be emulated in a structural system by adding an adaptive “negative stiffness device” (NSD) and shifting the “yielding” away from the main structural system-leading to the new idea of “apparent weakening” that occurs ensuring structural stability at all displacement amplitudes. This is achieved through an adaptive negative stiffness system (ANSS), a combination of NSD and a viscous damper. By engaging the NSD at an appropriate displacement (apparent yield displacement that is well below the actual yield displacement of the structural system) the composite structure-device assembly behaves like a yielding structure. The combined NSD-structure system presented in this study has a re-centering mechanism thereby avoids permanent deformation in the composite structure-device assembly unless, the main structure itself yields. Essentially, a yielding-structure is “mimicked” without any, or with minimal permanent deformation or yielding in the main structure. As a result, the main structural system suffers less accelerations, less displacements and less base shear, while the ANSS “absorbs” them. This paper presents comprehensive details on development and study of the ANSS/NSD. Through numerical simulations, the effectiveness and the superior performance of the ANSS/NSD as compared to a structural system with supplemental passive dampers is presented. A companion paper presents the NSD and its mechanics in detail.

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14

Yang, Wen Xia, Qiang Gu, and Zhen Sen Song. "Response Modification Factor for Y-Eccentric-Braced Steel Frame Structures." Advanced Materials Research 250-253 (May 2011): 2285–90. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.2285.

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In current seismic design procedure, structural base shear is calculated according to the linear elastic response spectra divided by response modification factorR. The response modification factor is important to the reliability and economy of building seismic design. In this paper, the response modification factors of Twelve Y-eccentric braced steel frames with various stories and spans lengths were evaluated by capacity spectrum method based on the global capacity envelops obtained from an improved pushover analysis and incremental dynamic analysis. According to the results, an appropriate formula of the response modification factor for the Y-eccentric braced steel frames was suggested.

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15

Butt, Muhammad Jamal, Muhammad Waseem, Muhammad Ali Sikandar, Bakht Zamin, Mahmood Ahmad, and Mohanad Muayad Sabri Sabri. "Response Modification Factors for Multi-Span Reinforced Concrete Bridges in Pakistan." Buildings 12, no. 7 (June 29, 2022): 921. http://dx.doi.org/10.3390/buildings12070921.

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In Pakistan, updated codes covering seismic provisions for reinforced concrete bridges do not exist. The majority of the bridge design uses different versions of AASTHO-LRFD provisions. Response modification factors recommended for usage in these codes are primarily for bridges derived from conditions and bridges in the United States of America. This research focuses on the seismic assessment of three real multi-spans simply supported reinforced concrete bridges in Pakistan having multiple bents. This typology of bridges is very common in Pakistan. Non-linear static pushover analysis is performed to derive seismic capacity curves for these bridges, which were used to compute response modification factors. The study results show that response modification factors vary between 4.50 and 5.0 for the bridges in the longitudinal and transverse directions. The results of this work may serve as input in developing the seismic design code of bridges in Pakistan.

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16

Lee, Joonho, and Jinkoo Kim. "Seismic response modification factors of reinforced concrete staggered wall structures." Magazine of Concrete Research 67, no. 20 (October 2015): 1070–83. http://dx.doi.org/10.1680/macr.14.00036.

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17

Riddell, Rafael, Pedro Hidalgo, and E. Cruz. "Response Modification Factors for Earthquake Resistant Design of Short Period Buildings." Earthquake Spectra 5, no. 3 (August 1989): 571–90. http://dx.doi.org/10.1193/1.1585541.

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Most recent seismic codes include response modification factors in the definition of the equivalent lateral forces that are used for the design of earthquake resistant buildings. The response modification factors (R) are used to reduce the linear elastic design spectrum to account for the energy dissipation capacity of the structure. The evaluation of these response modification factors for various sets of earthquake records and ductility factors is presented herein. Special attention is given to the short period range where the reduction of linear elastic response spectra is smaller than the values for intermediate and long period structures. An idealized and simple variation of the response modification factor as a function of the period of vibration, suitable for seismic codes formulation, is also presented.

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18

Roh, Hwasung, Gian P. Cimellaro, and Diego Lopez-Garcia. "Seismic Response of Adjacent Steel Structures Connected by Passive Device." Advances in Structural Engineering 14, no. 3 (June 2011): 499–517. http://dx.doi.org/10.1260/1369-4332.14.3.499.

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19

Date, V. A., and R. S. Jangid. "Seismic response of torsionally coupled structures with active control device." Journal of Structural Control 8, no. 1 (June 2001): 1–15. http://dx.doi.org/10.1002/stc.4300080101.

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20

Hindi, Riyadh, and Murat Dicleli. "Effect of Modifying Bearing Fixities on the Seismic Response of Short- to Medium-Length Bridges with Heavy Substructures." Earthquake Spectra 22, no. 1 (February 2006): 65–84. http://dx.doi.org/10.1193/1.2163367.

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The effect of modifying the fixity conditions of the bearings on the seismic response and vulnerability of existing bridges with heavy substructures is studied. For this purpose, nonlinear seismic analysis of a typical bridge with heavy substructures is conducted to assess its seismic response and vulnerabilities. Next, the bearings are modified to obtain four different configurations of bearing fixities over the substructures. Nonlinear seismic analyses of the bridge are conducted to assess its seismic response and vulnerability for each bearing fixity configuration. It is found that changing the fixities of the bearings may be an effective response modification technique to mitigate the effect of seismic forces on vulnerable substructures of the bridge under consideration. The thermal load effects on the bridge with fixed bearings are found to be generally negligible compared to seismic load effects. Thus such a response modification technique may be used for the economical design of new or seismic retrofitting of existing short- to medium-length bridges similar to that considered in this study and subjected to low- to moderate-intensity ground motions.

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21

Vinita, Baviskar. "Effect of ‘X’ Type Bracing on Response Modification Factor for R.C. Building with Special Shaped Column Cross Sections." International Journal for Research in Applied Science and Engineering Technology 9, no. VI (June 30, 2021): 4755–62. http://dx.doi.org/10.22214/ijraset.2021.35651.

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Earthquake is the most destructive natural hazard in the world. While designing any earthquake resistant structure, actual forces developed are much higher than designed forces. Therefore, to get design lateral force, the actual base shear force should be reduced by the factor known as response modification factor(R). Response modification factor plays vital role in seismic design of structures. Components of response modification factor (R) are ductility factor, over strength factor, redundancy factor and damping factor. Generally, value of response modification factor is adopted from seismic design codes of developed countries such as Europe, United States and India. Column is important part of Reinforced concrete building as overall load is transferred through column. Not only from aesthetical point of view, but also from structural aspect special shaped columns performs better than rectangular columns. So this study aims at calculating components of response modification factor(R) for column cross section with special shapes (L, T, +) for ‘X’ type bracing. In this study total 16 models of different number of storeys i.e. 5,10 are analysed using Pushover analysis for different seismic zones. The study also involves comparison of response modification factor (R) for structures designed with Indian code IS1893:2016(Part1) and American code ASCE 7-16.

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22

Zhang, Yong Liang, Xing Chong Chen, Wen Jie Hou, and Guo Dong Lv. "Comparative Study on Schemes of Seismic Response Reduction for the Railway Extradosed Cable-Stayed Bridge." Advanced Materials Research 383-390 (November 2011): 6103–9. http://dx.doi.org/10.4028/www.scientific.net/amr.383-390.6103.

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Based on mechanical properties of railway extradosed cable-stayed bridge with the rigid continuous beam system in the high-intensity earthquake zone, three kinds of scheme on seismic response reduction including viscous dampers, lock-up device and friction sliding bearings is presented in the text and effectiveness of seismic response reduction is analyzed by using non-linear time history response analysis . The results show that three types of isolation devices are significantly effective for improving seismic performance of the railway extradosed cable-stayed bridge. Seismic response reduction of viscous damper and Lock-up device is better, that of friction sliding bearing is second. but the type of viscous dampers is most optimal considering from normal use for structure and distribution of the seismic response in the structural system.

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23

Hashemi, Mirtaha, and Khosrow Bargi. "AN INVESTIGATION ABOUT EFFECTS OF FLUID-STRUCTURE-SOIL INTERACTION ON RESPONSE MODIFICATION COEFFICIENT OF ELEVATED CONCRETE TANKS." Engineering Structures and Technologies 8, no. 1 (April 17, 2016): 1–7. http://dx.doi.org/10.3846/2029882x.2016.1157766.

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This paper aims to observe effects of fluid-structure-soil interactions on the response modification coefficient of elevated concrete tanks with frame and shaft supporting systems. Because of weaknesses and failures of elevated tanks that have been reported in recent earthquakes and importance of optimum and resistant design and also better seismic performance of these structures, it is essential to investigate on the response modification coefficient of elevated concrete tanks. In this paper, the response modification coefficient has been evaluated by using the numerical modeling. The method of research is a case study. The models have been subjected to an ensemble of important earthquake ground motions. The effects of soilstructure interactions and fluid-structure interactions on seismic behavior of the elevated concrete tanks have been modeled by the equivalent springs and Housner’s method, respectively. Dynamic response of the elevated tanks has been considered by using the nonlinear time history analysis and the discrete plastic hinge approach. Finally, the effects of fluid-structure-soil interactions on the response modification coefficient of the elevated concrete tanks have been discussed by considering results of the analyses. It has been concluded that the codes may underestimate base seismic forces for some seismic regions and some subsoil classes.

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24

Rodgers, Geoffrey W., J. Geoffrey Chase, Kerry J. Mulligan, John B. Mander, and Rodney B. Elliott. "Customising semi-active resetable device behaviour for abating seismic structural response." Bulletin of the New Zealand Society for Earthquake Engineering 42, no. 3 (September 30, 2009): 147–56. http://dx.doi.org/10.5459/bnzsee.42.3.147-156.

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Semi-active resetable actuators have been shown to be capable of significantly improving seismic structural response and customising structural hysteresis loops to reduce both displacement and base shear demands. Hence, device behaviour and dynamics can be tailored to the application. However, the maximum forces produced, in particular with air as the working fluid, can be a limiting factor to avoid extreme device sizes. This investigation incorporates an actively controlled (stored) high-pressure air source to enhance the capabilities of such resetable devices. The devices are designed using a validated non-linear model incorporating the dynamics and non-linearities of the working fluid, valves, sensor lags and computational limitations. Initial simulations show 100-600% increases in the peak device forces, with 100% obtained when the initial pressure is doubled. In addition, the high pressure source allows greater manipulation of the device behaviour and response. This additional flexibility enables, for example, devices that are more resistant or resist differently in opposing directions. The impact of device enhancements over standard resetable devices is then demonstrated experimentally. This paper extends these novel resetable devices to create more flexible and actively controlled devices for semi-active structural control. Finally, a “net-zero base shear design” concept is presented, where the added damping reaction forces are exactly offset by structural response reductions to give large displacement reductions with no overall change to base shear forces – maximising control with no impact on the foundations.

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25

Bradley, Brendon A. "Period Dependence of Response Spectrum Damping Modification Factors due to Source- and Site-Specific Effects." Earthquake Spectra 31, no. 2 (May 2015): 745–59. http://dx.doi.org/10.1193/070213eqs189m.

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Response spectrum damping modification factors are key components of displacement-based seismic design methods. This paper examines the period dependence of damping modification factors as a result of near-source forward directivity, basin-induced surface waves, and surficial soil response by using recorded ground motions from the Canterbury, New Zealand, earthquakes as examples. It is illustrated that spectral peaks in the 5% damped response spectra have systematically different damping modification factors than those suggested by conventional empirical formulas; this is also supported by arguments based on forced vibration theory. Because source- and site-specific effects are increasingly being considered in the development of region- or site-specific design response spectra, this work illustrates the critical need to adequately consider adjustments to damping modification factors to ensure that displacement-based seismic design procedures remain consistent.

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26

Hussein, Manar M., Manar Gamal, and Walid A. Attia. "Seismic response modification factor for RC-frames with non-uniform dimensions." Cogent Engineering 8, no. 1 (January 1, 2021): 1923363. http://dx.doi.org/10.1080/23311916.2021.1923363.

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27

Maleki, Shervin, and Alireza Siadat. "The Response Modification Factor for Seismic Design of Integral Abutment Bridges." Journal of Civil Engineering and Construction 10, no. 3 (August 15, 2021): 140–53. http://dx.doi.org/10.32732/jcec.2021.10.3.140.

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The response modification factor (R factor) is a crucial parameter for calculating the design seismic forces applied to a bridge structure. This factor considers the nonlinear performance of bridges during strong ground motions. Conventional bridge structures rely on the substructure components to resist earthquake forces. Accordingly, there are R factors available in the design codes based on the type of bridge substructure system. Lateral load resisting system of Integral Abutment Bridges (IABs) in the longitudinal direction is more complex than ordinary bridges. It involves the contributions from soils behind the abutments and soil/structure interaction (SSI) in addition to existing rigid connection between the superstructure and abutments. There is no R factor available in any design code throughout the world for IABs in the longitudinal direction that considers all these parameters. In this research, the Federal Emergency Management Agency publication FEMA P695 methodology has been applied to estimate the R factor for IABs. It is found that 3.5 could be a safe and valid R factor in the longitudinal direction for seismic design of such bridges.

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28

Spanos, Konstantinos, Nikolaos Anifantis, and Panayiotis Kakavas. "Finite element prediction of seismic response modification of monumental structures utilizing base isolation." Journal of the Mechanical Behavior of Materials 24, no. 1-2 (May 1, 2015): 59–65. http://dx.doi.org/10.1515/jmbm-2015-0007.

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AbstractThe analysis of the mechanical behavior of ancient structures is an essential engineering task concerning the preservation of architectural heritage. As many monuments of classical antiquity are located in regions of earthquake activity, the safety assessment of these structures, as well as the selection of possible restoration interventions, requires numerical models capable of correctly representing their seismic response. The work presented herein was part of a research project in which a better understanding of the dynamics of classical column-architrave structures was sought by means of numerical techniques. In this paper, the seismic behavior of ancient monumental structures with multi-drum classical columns is investigated. In particular, the column-architrave classical structure under strong ground excitations was represented by a finite element method. This approach simulates the individual rock blocks as distinct rigid blocks interconnected with slidelines and incorporates seismic isolation dampers under the basement of the structure. Sliding and rocking motions of individual stone blocks and drums are modeled utilizing non-linear frictional contact conditions. The seismic isolation is modeled through the application of pad bearings under the basement of the structure. These pads are interpreted by appropriate rubber and steel layers. Time domain analyses were performed, considering the geometric and material non-linear behavior at the joints and the characteristics of pad bearings. The deformation and failure modes of drum columns subject to seismic excitations of various types and intensities were analyzed. The adverse influence of drum imperfections on structural safety was also examined.

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29

Kim, Beom Seok, and Ji-Hun Park. "Response Modification Factors for Seismic Performance Evaluation of Non-seismic School Buildings with Partial Masonry Infills." Journal of the Earthquake Engineering Society of Korea 23, no. 1 (January 31, 2019): 71–82. http://dx.doi.org/10.5000/eesk.2019.23.1.071.

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30

Patle, Yunal Z. "Seismic Response Control of Adjacent Building Using Passive Device � A Review." International Journal for Research in Applied Science and Engineering Technology 7, no. 4 (April 30, 2019): 3358–60. http://dx.doi.org/10.22214/ijraset.2019.4563.

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31

Aoki, Shigeru, Kohei Okamoto, and Takuya Isoda. "20507 A New Device for Reduction of Seismic Response of House." Proceedings of Conference of Kanto Branch 2010.16 (2010): 165–66. http://dx.doi.org/10.1299/jsmekanto.2010.16.165.

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32

Niwa, Naoki, Takuji Kobori, Motoichi Takahashi, Tomohiko Hatada, Haruhiko Kurino, and Jun Tagami. "Passive seismic response controlled high-rise building with high damping device." Earthquake Engineering & Structural Dynamics 24, no. 5 (May 1995): 655–71. http://dx.doi.org/10.1002/eqe.4290240504.

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33

Yan, Bin. "A New Seismic-Isolation Device Applied in Continuous Beam Bridge." Advanced Materials Research 194-196 (February 2011): 2008–13. http://dx.doi.org/10.4028/www.scientific.net/amr.194-196.2008.

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Continuous beam bridge was widely used, while seismic problem of it was prominent in meizoseismal area. According to seismic-isolation principle and mechanism of PSD, seismic performance of PSD were studied and the parameters of PSD were analyzed later, based on south approach of North Branch of Xia-Zhang Sea-Crossing Bridge. It was found that PSD, a combination of preloaded spring and liquid viscous damper, was an effective seismic-isolation device which could significantly reduce the seismic response of continuous beam bridge in longitudinal and transverse direction. Damper coefficient was the main parameter of PSD, while preloaded force, linear spring stiffness and damper index had a little effect on seismic performance of PSD.

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34

Valencia Restrepo, Doralba, and Gabriel F. Valencia Clement. "Evaluating response modification factor (R) for some types of steel structure." Ingeniería e Investigación 28, no. 1 (January 1, 2008): 41–49. http://dx.doi.org/10.15446/ing.investig.v28n1.14866.

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Response modification factor (R), tabulated in the Colombian Design Code as NSR-98, is used in this paper for evaluating internal member forces produced by design earthquake action on steel structures and the inconsistencies pre sent when designing structures when 1% drift limits must be complied with. The article presents the design of 45 frames corresponding to the seismic resistance system of 5 buildings: 15 special moment frames (SMF), 15 special concentrically-braced frames (CBF) and 15 eccentrically-braced frames (EBF). External loads and their combination were used in estimating internal loads and rigidity demands (1% drift) were evaluated in line with NSR-98 requirements. Member strength requirements were evaluated by using the AISC-2005 seismic provisions for steel structure buildings. Modal pushover analysis was used for evaluating the response modification factor for the 45 given frames at different structural performance levels. It was found that this factor was not constant for any of the three structural systems (SMF, CBF and EBF) suggested by NSR-98 and that the values of the response modification factor found in the present investigation were smaller than those tabulated in this design code governing everyday structural design. This would lead to significant errors being made in evaluating design forces, not only in the structures but in the support elements (base-plates, foundations, shear walls) and any structures attached to buildings constructed in line with the seismic resistance system.

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35

Wei, Luyao, and Huijiao Nie. "Seismic Vulnerability Analysis of Prefabricated Concrete Frame with a Cam-Type Response Amplifying Device of Viscous Damper." Advances in Civil Engineering 2022 (August 31, 2022): 1–12. http://dx.doi.org/10.1155/2022/3386719.

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A new type of limit response amplifying device (cam-type response amplifying device) was proposed in order to be able to solve the shortcomings of the seismic performance of the prefabricated concrete structures and the shortcomings of the existing response amplification devices that were prone to failure under rare earthquakes. On the basis of the unit library provided by ABAQUS, the secondary development was carried out and the dynamic time history analysis was performed on the solid model of the prefabricated frame structure. We selected the displacement angle between layers as the structural damage index and used the dynamic incremental method to analyze the seismic vulnerability of the uncontrolled structure without the cam-type response amplification device and the added damping structure. The results show that compared with the uncontrolled structure, the damping structure with a cam-type response amplification device had a significant reduction in the probability of reaching various failure states, and the seismic performance was effectively improved. The cam-type response amplifier had an excellent shock absorption effect under the action of all levels of the earthquake, which could effectively reduce the damage degree to the structure. Through the analysis of the vulnerability curve, it could provide the basis for the design method based on the behavior of the prefabricated concrete structures.

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36

Rodríguez-Castellanos, Ali, Sonia E. Ruiz, Edén Bojórquez, Miguel A. Orellana, and Alfredo Reyes-Salazar. "Reliability-based strength modification factor for seismic design spectra considering structural degradation." Natural Hazards and Earth System Sciences 21, no. 5 (May 10, 2021): 1445–60. http://dx.doi.org/10.5194/nhess-21-1445-2021.

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Abstract. For earthquake-resistant design, structural degradation is considered using traditional strength modification factors, which are obtained via the ratio of the nonlinear seismic response of degrading and non-degrading structural single-degree-of-freedom (SDOF) systems. In this paper, with the aim to avoid the nonlinear seismic response to compute strength modification factors, a methodology based on probabilistic seismic hazard analyses (PSHAs), is proposed in order to obtain strength modification factors of design spectra which consider structural degradation through the spectral-shape intensity measure INp. PSHAs using INp to account for structural degradation and Sa(T1), which represents the spectral acceleration associated with the fundamental period and does not consider such degradation, are performed. The ratio of the uniform hazard spectra in terms of INp and Sa(T1), which represent the response of degrading and non-degrading systems, provides new strength modification factors without the need to develop nonlinear time history analysis. A mathematical expression is fitted to the ratios that correspond to systems located in different soil types. The expression is validated by comparing the results with those derived from nonlinear time history analyses of structural systems.

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Abdi, H., F. Hejazi, R. Saifulnaz, I. A. Karim, and M. S. Jaafar. "Response modification factor for steel structure equipped with viscous damper device." International Journal of Steel Structures 15, no. 3 (September 2015): 605–22. http://dx.doi.org/10.1007/s13296-015-9008-4.

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Kotb, Ismail. "Determination of Seismic Response Modification Factor for RC Wall-Frames Structural Systems." International Journal of Civil Engineering 9, no. 3 (March 25, 2022): 1–13. http://dx.doi.org/10.14445/23488352/ijce-v9i3p101.

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Qaryouti, Yousef H. Al, and Besan Y. Alagawani. "Evaluating seismic response modification factor of steel frames with different bracing systems." International Journal of Earthquake and Impact Engineering 2, no. 3 (2018): 203. http://dx.doi.org/10.1504/ijeie.2018.093393.

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Alagawani, Besan Y., and Yousef H. Al Qaryouti. "Evaluating seismic response modification factor of steel frames with different bracing systems." International Journal of Earthquake and Impact Engineering 2, no. 3 (2018): 203. http://dx.doi.org/10.1504/ijeie.2018.10014094.

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Siripuram, Vamshisheela, and Atulkumar Manchalwar. "Response control of structures under Seismic and Blast induced ground motions." E3S Web of Conferences 309 (2021): 01137. http://dx.doi.org/10.1051/e3sconf/202130901137.

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In the present paper an investigation is carried out to evaluate the efficiency of Base Isolation device in a building subjected to both seismic and blast induced ground motions. A 5-story building is modelled with different story stiffness and floor masses is considered in this study. In SAP 2000 software two buildings, one with fixed base and the other with isolated base are designed and nonlinear time history analysis is conducted. The structural responses of these two models subjected to four recorded earthquakes and four different blast ground accelerations is compared in this study. The base isolated device such as lead/rubber bearing have proved to be effective in reducing the base Shear and Top story acceleration, and also increase in Hysteresis energy in the base isolated structure subjected to seismic and blast vibrations.

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Samani, Hamid Rahmani, Masoud Mirtaheri, and Mojtaba Rafiee. "The Effects of Various Slippage Loads on the Response Modification Factor of Steel Structures Equipped with Frictional Dampers." International Journal of Structural Stability and Dynamics 15, no. 06 (June 17, 2015): 1450080. http://dx.doi.org/10.1142/s0219455414500801.

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A common and successful way of structural control is to dissipate the seismic kinetic energy via frictional dampers. Response of a friction damped frame during an earthquake excitation is heavily dependent to the slippage limit of the frictional dampers. Low values of slippage load may lead to excessive deformations while large slippage loads may prevent sliding. Therefore, selecting appropriate values for slippages loads of the dampers is very important in order to have optimum energy dissipating system. Utilizing a response modification factor, the standard seismic design code procedure can be applied to the frames equipped with frictional dampers to determine the value of slippage loads. In this investigation, the response modification factor of steel moment resisting frames equipped with frictional dampers is evaluated considering the effects of various slippage loads. The response modification factor is calculated for two bay widths of 5 m and 7 m in length. It is shown that the optimum slippage load that results in the maximum response modification factor is in the range of 8% to 20% of the total weight of the structure. The taller the structure is, the less the optimum slippage load will be. Finally, an equation is proposed for the response modification factor as a function of the slippage load.

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Tyapin, Alexander G. "Combined Asymptotic Method for Soil-Structure Interaction Analysis." Journal of Disaster Research 5, no. 4 (August 1, 2010): 340–50. http://dx.doi.org/10.20965/jdr.2010.p0340.

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The author upgrades the well-known impedance method for seismic soil-structure interaction (SSI) analysis. The author suggests accounting in the time domain for the frequency dependence of the “true impedances” by means of the modification of the seismic input on the platform. The criterion for this modification is that it must provide the same structural response with approximate “platform” impedances as for the “true” frequency-dependent impedances in case of a rigid base mat. The entire analysis is performed for the linear system (no nonlinear effects occur in the soil, in the structure, or on the contact surface). In the process of modification, one first obtains the “true” seismic response of the rigid contact surface. If the actual contact surface can be considered stiff (e.g., the base mat is reinforced by dense walls) and the internal forces in the base mat itself are not important, then this “true” motion may be applied directly to the base mat. This simplified option goes without the modification of the seismic input. Another option is to use the “platform” model with “soil” springs and dashpots but to put to the platform the excitation modified in such a way as to provide a response base mat motion similar to the “true” one. The proposed method is called “combined” because it combines frequency-domain and time-domain calculations. This method is also called “asymptotic” because it becomes rigorous for rigid base mats.

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Wang, Cheng, and Yan Xu Wang. "Dynamic Analyses of a Self-Anchored Suspension Bridge under Seismic Excitations." Applied Mechanics and Materials 580-583 (July 2014): 1687–91. http://dx.doi.org/10.4028/www.scientific.net/amm.580-583.1687.

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The seismic response of the Wusong bridge was analyzed though the response spectrum method and the time-history method by adopting the MIDAS/CIVIL. The analysis results show that the longitudinal displacement of the main girder is much larger under longitudinal seismic input, so some inhibiting device or dampers should be used to avoid impacting. There is not coupling between longitudinal and lateral seismic excitations, while the seismic response of moment and shear force at the bottom of the main tower is much larger. On the contrary the seismic response of main beam and the main cable should be calculated under the longitudinal and vertical seismic excitations because of the coupling between the both of them. Furthermore, the artificial seismic wave fitting standard response spectrum was generated to conduct the time-history analysis and the results are much larger than the results from the response spectrum method.

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Hosni, Shamel, and Arthur C. Heidebrecht. "Influence of site effects and period-dependent force modification factors on the seismic response of ductile structures." Canadian Journal of Civil Engineering 21, no. 4 (August 1, 1994): 596–604. http://dx.doi.org/10.1139/l94-061.

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A foundation factor, F, is incorporated in the National Building Code of Canada (NBCC) design base shear formula to account for amplification of bedrock ground motions as these propagate upwards through the local soil deposit (site effects). In the NBCC, the value of F is specified as a function of the local soil type and depth, irrespective of the ductility capacity for which the structure situated at the surface of the soil deposit is to be designed and detailed. On the other hand, the ductility capacity of the structures is taken into account in the code by the force modification factor, R, for which values are specified depending on the type of the structural system. The current study investigates the influence of the ductility capacity of engineering structures in mitigating the site effects. Simple bilinear single-degree-of-freedom models are used to simulate the seismic response of structures, underlain by soft or stiff soil deposits and subjected to seismic ground motions. These structural models are also used to investigate the effects of the period-dependent force modification factors on the seismic response of structures.The results show that site effects are less significant for ductile structures, as compared with structures that respond elastically. The results are then used to evaluate the current code provisions for site effects. The current study also shows that using period-dependent force modification factors to derive the code design base shear not only is recommended for short period structures but also is necessary to provide a realistic simulation of the seismic response of these structures. Key words: site, seismic, ductility, structure, foundation, factor, base, shear, amplification, soil, period.

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Han, Jian Ping, and Yi Luo. "Influence of Ground Motion Spectral Shape on Nonlinear Responses of a 3-Storey RC Frame." Applied Mechanics and Materials 166-169 (May 2012): 2358–63. http://dx.doi.org/10.4028/www.scientific.net/amm.166-169.2358.

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Selection and modification of recorded earthquake ground motions is one of the most important issues for reliable seismic performance evaluation of the structure. In order to investigate the influence of ground motion spectral shape on nonlinear seismic response and to find the implication for ground motion selection and modification, a 3-storey RC planar frame is taken as case study in this paper. 15 ground motion records are chosen from PEER Ground Motion Database and Wenchuan Great Earthquake as dynamic analysis inputs.

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Mishra, Arunendra Kumar, and Dr Raghvendra Singh. "A Review Paper on Comparative Analysis on RCC Structure with Energy Dissipation Device and Composite Structure." International Journal for Research in Applied Science and Engineering Technology 10, no. 12 (December 31, 2022): 136–41. http://dx.doi.org/10.22214/ijraset.2022.47835.

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Abstract: In recent years considerable attention has been paid to research and development of structural vibration control devices with particular emphasis on mitigation of wind and seismic response of buildings. Many vibration-control measures like passive, active, semi-active and hybrid vibration control methods have been developed. Base isolation is a passive vibration control system. The isolator partially reflects and partially absorbs input seismic energy before it gets transmitted to the superstructure. Lead rubber bearing isolators are placed between the superstructure and foundation, which reduces the horizontal stiffness of the system. It thereby increases the time period of the structure and decreases the spectral acceleration of the structure. The superstructure acts like a rigid body, thus inter storey drift is reduced. This study is concerned with the effects of various vertical irregularities on the seismic response of a structure and controls this response using base isolation. The objective of the study is to carry out response spectrum analysis. The predominant lateral loads acting upon building structures are earthquake and wind induced forces. If wind load is much greaterthan earthquake load, the lateral force resisting system required to tackle wind loading may be enough to resist the smaller earthquake load. In this situation, a seismic base isolator will not bring any benefit to the building system. Furthermore, if time period of a building without isolator is greater, incorporation of isolator will not bring much difference to the building behavior with respect to seismic load. Additionally, for buildings with lowerstructural time periods, incorporation of an isolator will greatly alter the seismic behavior

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Hanson, Robert D. "Supplemental Damping for Improved Seismic Performance." Earthquake Spectra 9, no. 3 (August 1993): 319–34. http://dx.doi.org/10.1193/1.1585719.

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The results of several studies on the effects of supplemental viscous damping on the response of elastic and elasto-plastic single-degree-of-freedom systems are used to provide insight to the effects of large damping on the earthquake response of buildings and the interpretation of studies reporting the equivalent damping and increased stiffness characteristics of specific types of supplemental energy dissipation devices. Extension to multi-story buildings is discussed briefly. Conversion of the properties of viscous, viscoelastic, friction, and metallic yield device characteristics to equivalent viscous damping are proposed. Specific recommendations for the incorporation of the effects of supplemental energy dissipation devices in the code design process are given.

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DICLELI, MURAT, and RIYADH HINDI. "SEISMIC RETROFITTING OF BRIDGES BY RESPONSE MODIFICATION TECHNIQUES BASED ON ALTERING BEARING FIXITIES." Journal of Earthquake Engineering 9, no. 4 (July 2005): 483–95. http://dx.doi.org/10.1080/13632460509350552.

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Sharifi, Somayeh, and Hamid Toopchi-Nezhad. "Seismic Response Modification Factor of RC-Frame Structures Based on Limit State Design." International Journal of Civil Engineering 16, no. 9 (January 31, 2018): 1185–200. http://dx.doi.org/10.1007/s40999-017-0276-6.

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